CN105954099A - Built-in retaining wall type soil pressure seepage effect test method - Google Patents
Built-in retaining wall type soil pressure seepage effect test method Download PDFInfo
- Publication number
- CN105954099A CN105954099A CN201610277962.0A CN201610277962A CN105954099A CN 105954099 A CN105954099 A CN 105954099A CN 201610277962 A CN201610277962 A CN 201610277962A CN 105954099 A CN105954099 A CN 105954099A
- Authority
- CN
- China
- Prior art keywords
- pressure
- water
- casing
- soil
- rigid retaining
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
Abstract
The present invention discloses a built-in retaining wall type soil pressure seepage effect test method. The method comprises the steps of A, completing the azimuth adjustment and the soil filling of a rigid retaining wall inside a box; B, injecting water into the box through a water inlet pipe by means of a water pump; C, infiltrate the water into the soil through the porous plate of the water inlet pipe in the box; D, blocking the water inlet pipe and an exhaust pipe, and standing; E, controlling the movement of the rigid retaining wall through upper and lower jacks; F, acquiring the pressure of the pore water through a pore pressure probe to obtain the result of the active soil pressure and the passive soil pressure under the seepage effect. A test device is composed of a box, an upper sliding block, a lower sliding block, an upper sliding groove, a lower sliding groove, an upper jack, a lower jack, a rigid retaining wall, a vertical bearing plate, a flexible loading water bag, a film type pressure sensor, a pore pressure probe and a displacement sensor. The device is convenient in operation, high in efficiency and energy-saving. Meanwhile, the requirements of testing active and passive soil pressures under the seepage effect are met.
Description
Technical field
The present invention relates to architectural and civil engineering experimental test technical field, particularly relate to a kind of built-in retaining wall type soil pressure seep effect test method, also relate to the device of a kind of built-in retaining wall type soil pressure seep effect test, it is applicable to consider seep effect, the simultaneously active and passive soil pressure calculation under simulation rigid retaining walls difference displacement model.
Background technology
Base pit engineering commonly encounters Earth pressures, correctly determines that soil pressure is by the appropriate design of engineering and the premise of smooth construction, be also to ensure that the basis of engineering project safety and economy.
In order to carry out soil pressure correlation theory research, need the test method of a kind of perfect in shape and function to carry out the laboratory physical modeling of soil pressure.It is numerous that the calculating of soil pressure relates to factor, many scholars have carried out deep anatomy to water-soil calculation of pressure problem, mainly formula is corrected perfect in terms of the intensity index value and seepage flow of soil, but owing to not taking into full account the physical property of soil, the difference between estimating water and earth pressure separately and together is still without preferably solving.Therefore, consider in Analysis of Earth Pressure by contacting the closest permeability with water effect, propose to consider that infiltrative soil pressure calculation method is the most significant.
For solving the problems referred to above, study a kind of built-in retaining wall type soil pressure seep effect test method, in view of soil body penetration effect and overlying burden, complete the active and passive soil pressure calculation under rigid retaining walls difference displacement model simultaneously, in engineering, for design and the development of earth pressure theory of soil-baffling structure, and the raising of engineering level is the most significant.
Summary of the invention
It is an object of the invention to for the structures (such as friction pile, retaining wall etc.) that subject soil body lateral pressure in civil engineering, it is to there are provided a kind of built-in retaining wall type soil pressure seep effect test method, step sequence is reasonable, easy to operate, efficient economizing, excellent performance, under the conditions of meeting different seepage flow, there are the research needs of soil pressure distribution regular during different displacement model in rigid retaining walls.
Another object of the present invention is to there are provided the device of a kind of built-in retaining wall type soil pressure seep effect test, rational in infrastructure, easy to operate, efficient economizing, excellent performance, achieving the research needs of the rigid retaining walls geostatic shield considering soil body permeability, the raising for civil engineering technical merit is significant.
For solving the problems referred to above, the present invention uses techniques below measure to be attained in that
A kind of built-in retaining wall type soil pressure seep effect test method, comprises the following steps:
One, the orientation adjustment and the soil body that complete rigid retaining walls in casing fill, place flexible loading water pocket, casing is fixed vertical bearing plate, a circle sealant tape is connected between vertical bearing plate and casing, prevent water loss and hydraulic pressure error in process of the test, according to test demand to flexibility loading water pocket is unloaded or water filling is forced into 200 ~ 400kPa；
Two, connecting water pump on the water inlet pipe on casing, by water pump by water inlet pipe water filling in casing, and be always maintained at testing required water pressure, described water pressure is 1 ~ 15kPa；
Three, moisture is infiltrated in the soil body by the porous plate near water inlet pipe in casing, and moisture is oozed out by the porous plate near exhaustor, and in the soil body, gas is discharged from exhaustor during Infiltration；
Four, after water filling terminates, water inlet pipe and exhaustor are blocked, for no-Co-alloy steel, static 8 ~ 24h, for cohesive soil, stand 2 ~ 7 days so that moisture fully infiltrates；
Five, controlled the movement of rigid retaining walls by upper jack and lower jack, and control rigid retaining walls translation or the value of rotation by the reading of displacement transducer；
Six, soil body pore water pressure in process of the test is obtained by the pore pressure probe of rigid retaining walls both sides, tested by thin-film pressure sensor and obtain two lateral earth pressures before and after rigid retaining walls, comprehensive seepage flow of analyzing is on rigid retaining walls active earth pressure and the impact of passive earth pressure, obtain active earth pressure and passive earth pressure result under the conditions of seepage effect, design active earth pressure result is shown in that accompanying drawing 7 is shown in by accompanying drawing 6, design passive earth pressure result.
The device of described a kind of built-in retaining wall type soil pressure seep effect test, it is made up of casing, top shoe, sliding block, upper hopper chute, gliding groove, upper jack, lower jack, rigid retaining walls, vertical bearing plate, the flexible parts such as water pocket, thin-film pressure sensor, pore pressure probe, displacement transducer that load.Described casing is a long 3m, and the uncovered rectangular-shaped container of steel of wide 1.2m, high 1.5m, casing is welded by the shaped steel such as channel-section steel, I-steel, to ensure sufficiently large rigidity.Described casing back side panel lower central welds water inlet pipe away from lower at 10 ~ 15cm, water inlet pipe is as soil body moisture input channel in test, cabinet front plate center upper portion away from along welding exhaustor at 10 ~ 15cm, exhaustor is as air discharging channel in the soil body in test.Described box house is close to front side board and back side panel inwall respectively places one block of porous plate, porous plate is away from cabinet front plate and back side panel 1 ~ 2cm, and it is parallel with cabinet front plate and back side panel, porous plate width is identical with casing width, little 8 ~ the 10cm of aspect ratio box height of porous plate, this height loads the full water height of water pocket slightly larger than flexibility, it is ensured that the flexible loading space loading water pocket.The left and right box side plate gauge lattice of described casing are identical, two rectangular apertures are all left on left and right box side, the longitudinal axis level of rectangular aperture, upper rectangular aperture central point is positioned on the vertical axis of box side at 2/3 height, lower rectangular aperture central point is positioned on the vertical axis of box side at 1/3 height, upper rectangular aperture length 20 ~ 25cm, high 8 ~ 10cm, lower rectangular aperture length 20 ~ 25cm, high 4 ~ 6cm.It is respectively welded upper hopper chute and gliding groove on lateral wall at the upper rectangular aperture of described box side and lower rectangular aperture, the open face of upper hopper chute and gliding groove is towards the corresponding rectangular aperture on box side, and the front side wall of upper hopper chute and gliding groove has penetrability cylindrical hole A and penetrability cylindrical hole B；In upper hopper chute, top shoe is placed by central authorities, and the piston rod of upper jack, through the penetrability cylindrical hole A of upper hopper chute front side wall, is connected with top shoe leading flank center by ball pivot, and upper very heavy top solder is on upper very heavy roof platform seat；In gliding groove, sliding block is placed by central authorities, the piston rod of lower jack passes the penetrability cylindrical hole B of gliding groove front side wall, it is connected with the leading flank center of sliding block by ball pivot, lower jack is welded on lower jack pedestal, and upper very heavy roof platform seat and lower jack pedestal are respectively welded at outer wall 2/3 height of box side leading section and at 1/3 height；Described upper hopper chute and gliding groove are uncovered spill cell body, the axis of upper hopper chute and gliding groove keeps level, uncovered towards casing, in upper hopper chute, sky a size of grows 60 ~ 80cm, wide 10 ~ 12cm, high 12 ~ 15cm, the center of upper hopper chute open face overlaps in vertical plane with the upper rectangular aperture center of box side；In gliding groove, sky a size of grows 60 ~ 80cm, wide 10 ~ 12cm, high 10 ~ 12cm, and the center of gliding groove open face overlaps in vertical plane with the lower rectangular aperture center of box side.Described top shoe and sliding block are all that the width of steel cuboid, top shoe or sliding block and height are compared with upper hopper chute or gliding groove inner space width and the corresponding little 1mm of height.Described top shoe has the vertical notch D of a degree of depth about 5 ~ 6cm towards the side of casing at center car, and notch D flat shape is that rectangle combines with upper and lower two semicircles, and the width of notch D connects the big 1mm of steel pole external diameter compared with upper, and the height of notch D is 9 ~ 10cm；Sliding block is drilled with the cylindrical hole C of a degree of depth about 5 ~ 6cm towards the side of casing in center, and the internal diameter of cylindrical hole C is compared with the lower big 1mm of external diameter connecting steel pole.Described jack pedestal is long and the wide shape steel plate being 15 ~ 16cm, has four, and each welding two on right case side plate, jack pedestal is vertical with box side and parallel with cabinet front plate.One end of described upper connection steel pole is inserted directly in the vertical notch D of top shoe, and the other end of upper connection steel pole is rigidly connected with rigid retaining walls；One end of lower connection steel pole is inserted directly in the cylindrical hole C of sliding block, and the other end of lower connection steel pole is rigidly connected with rigid retaining walls.The bottom of cylindrical hole C has the rectangular-shaped pore of diameter 3cm from center, after pore extends 2 ~ 3cm along cylindrical hole C bottom, occurs 90 ° and turns to and pass from sliding block trailing flank obliquely.Upper connection steel pole and lower connection steel pole are length 8 ~ 10cm, the steel hollow cylinder of external diameter 40 ~ 50mm, internal diameter 20mm, and upper connection steel pole and lower connection steel pole insert the degree of depth of top shoe and sliding block and be 45 ~ 55mm.Described upper elastic steel sheet and lower elastic steel sheet are respectively welded at top shoe and sliding block towards on the side of casing, the upper rectangular aperture of the most corresponding box side of its installation site and lower rectangular aperture.Top shoe is respectively welded elastic steel sheet on two on the both sides of upper connection steel pole, and sliding block is respectively welded two lower elastic steel sheets on the both sides of lower connection steel pole.Upper elastic steel sheet and lower elastic steel sheet are thickness 1 ~ 2mm, the stalloy of length 20 ~ 25cm, the little 1 ~ 2mm of height of the upper rectangular aperture of upper elastic steel sheet aspect ratio box side, the little 1 ~ 2mm of height of the lower rectangular aperture of lower elastic steel sheet aspect ratio box side.Elastic steel sheet can cover the rectangular aperture on box side in slide block sliding process, prevents sample from leaking in chute.Being filled with the soil body in described casing, soil body upper surface level, away from casing top 5 ~ 6cm；Rigid retaining walls is vertically embedded in the soil body, and soil body upper surface exceedes more than rigid retaining walls 15cm.Soil body upper surface horizontal positioned flexibility loads water pocket, the vertical bearing plate of horizontal positioned on flexible loading water pocket, vertical bearing plate is bolted to connection on casing top, arranges sealant tape in vertical bearing plate and casing contact site, prevents moisture in the soil body from oozing out.Loading water pocket by flexibility in test to pressurize, simulate soil body surface vertical load, the flexible water pocket that loads can realize loading to soil body flexibility, it is ensured that uniform force, reduces test error.Described respectively lays a cluster film formula pressure transducer at the vertical axis of rigid retaining walls leading flank and trailing flank, two pore pressure probes of each laying on rigid retaining walls leading flank and trailing flank, at upper hopper chute and gliding groove Internal back end, one displacement transducer is respectively installed, displacement transducer horizontal positioned, displacement transducer push rod head directly withstands on the trailing flank center of top shoe or sliding block.Described rigid retaining walls is the combined steel plate that the steel plate of thickness about 10 ~ 15cm is made with shaped steel, and rigid retaining walls is the Thick Hollow shape structure that there is rigid support inside, the little about 6 ~ 10mm of rigid retaining walls width ratio casing width, the most about 90 ~ 100cm.Described lower connection steel pole end seal connects a hollow hoses, hose diameter 2cm, flexible pipe passes sliding block by the pore of cylindrical hole C bottom from trailing flank in sliding block, by the boring in the position of gliding groove rear wall lower middle, flexible pipe is passed gliding groove, lay sealing ring between flexible pipe and gliding groove, prevent water loss.The data wire that thin-film pressure sensor and pore pressure probe are connected, is entered inside rigid retaining walls by perforate in rigid retaining walls, passes casing via lower connection steel pole and flexible pipe, at experiment test devices such as external connection Acquisition Instruments.Described displacement transducer is holed from the rear wall of upper hopper chute or gliding groove and is passed, and lays sealing ring, prevent from leaking between displacement transducer and upper hopper chute or gliding groove.
The present invention compared with prior art, has the following advantages and effect:
1)
It is provided with water inlet pipe, exhaustor and porous plate, it is achieved in the soil body, apply water pressure, considers in Analysis of Earth Pressure by contacting the closest permeability with water effect, the simulation of soil pressure under the conditions of different seepage flow can be completed, it is achieved water and native coupling；
2) test method can realize the multiple different displacement models such as barricade translation and various rotations, and is accurately controlled translation displacements and rotation displacement, angle, thus tests the distribution situation of soil pressure under various operating mode；
3) vertical bearing plate and the flexible vertical pressue device loading water pocket composition, it is possible to achieve and preferably simulate the soil pressure under ground load effect.
4) by the built-in barricade of the soil body, the test of soil body active earth pressure and passive earth pressure can be completed by single test simultaneously, be greatly saved manpower and materials cost and testing efficiency；
This built-in retaining wall type soil pressure seep effect test method, Earth Pressure of Retaining Wall plane strain problems is simulated by being placed in the barricade of box house, can test under the different displacement models of consideration seep effect, the soil body under different loading conditions is actively, passive earth pressure, perfect in shape and function, strong operability, efficient economizing, and meet under different displacement models, the character of soil-baffling structure soil pressure, size, the determination demand of direction and application point, to engineering design, construction has preferable directive function, development for earth pressure theory, and the raising of engineering is the most significant.
Accompanying drawing explanation
Fig. 1 is the device top view of a kind of built-in retaining wall type soil pressure seep effect test.
Fig. 2 is the device front view of a kind of built-in retaining wall type soil pressure seep effect test.
Fig. 3 is the device cross-sectional view of a kind of built-in retaining wall type soil pressure seep effect test.
Fig. 4 is a kind of sliding block modular construction schematic diagram.
Fig. 5 is a kind of top shoe modular construction schematic diagram.
Fig. 6 is that a kind of built-in retaining wall type soil pressure seep effect tests active earth pressure result.
Fig. 7 is that a kind of built-in retaining wall type soil pressure seep effect tests passive earth pressure result.
In figure:
null1 casing，11 box sides，12 porous plates，13 water inlet pipes，14 exhaustors，211 top shoes，212 sliding blocks，Elastic steel sheet on 221，222 times elastic steel sheets，Steel pole is connected on 231，Connect steel pole 232 times，31 upper hopper chutes，32 gliding grooves，Jack on 41，42 times jack，Very heavy roof platform seat on 421，422 times jack pedestals，5 rigid retaining walls，6 vertical bearing plates，61 sealant tapes，7 flexible loading water pockets，81 thin-film pressure sensors (MFF series multiple spot diaphragm pressure test system)，82 pore pressure probe (PW series pore pressure gauge)，83 displacement transducers (meet range 100 ~ 150mm，Precision is the various recoil of spring formula displacement meters of 1/100mm)，9 soil bodys.
Detailed description of the invention
Below according to accompanying drawing, the present invention is described in further detail:
According to Fig. 1, Fig. 2, Fig. 3, Fig. 4, Fig. 5, Fig. 6, Fig. 7, a kind of built-in retaining wall type soil pressure seep effect test method, comprise the following steps:
One, the orientation adjustment and the soil body 9 that complete rigid retaining walls 5 in casing 1 fill, place flexible loading water pocket 7, casing 1 is fixed vertical bearing plate 6, a circle sealant tape 61 is connected between vertical bearing plate 6 and casing 1, prevent water loss and hydraulic pressure error in process of the test, according to test demand to flexibility loading water pocket 7 is unloaded or water filling is forced into 200 or 250 or 300 or 350 or 400kPa；
Two, connecting water pump on the water inlet pipe 13 on casing 1, by water pump by water inlet pipe 13 water filling in casing 1, and be always maintained at testing required water pressure, described water pressure is 1 or 3 or 6 or 9 or 12 or 15kPa；
Three, moisture is infiltrated in the soil body 9 by the porous plate 12 near water inlet pipe 13 in casing 1, and moisture is oozed out by the porous plate 12 near exhaustor 14, and in the soil body 9, gas is discharged from exhaustor 14 during Infiltration；
Four, after water filling terminates, block water inlet pipe 13 and exhaustor 14, for no-Co-alloy steel, static 8 or 16 or 24h, for cohesive soil, stand 2 or 3 or 4 or 5 or 6 or 7 days so that moisture fully infiltrates；
Five, controlled the movement of rigid retaining walls 5 by upper jack 41 and lower jack 42, and control rigid retaining walls 5 translation or the value of rotation by the reading of displacement transducer 83；
Six, by the soil body 9 pore water pressure in the pore pressure probe 82 acquisition processs of the test of rigid retaining walls 5 both sides, rigid retaining walls 5 two lateral earth pressures front and back are obtained by thin-film pressure sensor 81 test, comprehensive seepage flow of analyzing, on rigid retaining walls 5 active earth pressure and the impact of passive earth pressure, obtains active earth pressure and passive earth pressure result under the conditions of seepage effect.
The device of described a kind of built-in retaining wall type soil pressure seep effect test, it is made up of casing 1, top shoe 211, sliding block 212, upper hopper chute 31, gliding groove 32, upper jack 41, lower jack 42, rigid retaining walls 5, vertical bearing plate 6, the flexible parts such as water pocket 7, thin-film pressure sensor 81, pore pressure probe 82, displacement transducer 83 that load.Described casing 1 is a long 3m, and the uncovered rectangular-shaped container of steel of wide 1.2m, high 1.5m, casing 1 is welded by the shaped steel such as channel-section steel, I-steel, to ensure sufficiently large rigidity.Described casing 1 back side panel lower central welds water inlet pipe 13 away from lower at 10 or 12 or 15cm, water inlet pipe 13 is as the soil body 9 moisture input channel in test, casing 1 front side board center upper portion away from along welding exhaustor 14 at 10 or 12 or 15cm, exhaustor 14 is as air discharging channel in the soil body 9 in test.Described casing 1 inside is close to front side board and back side panel inwall respectively places one block of porous plate 12, porous plate 12 is away from casing 1 front side board and back side panel 1 or 2cm, and it is parallel with casing 1 front side board and back side panel, porous plate 12 width is identical with casing 1 width, the aspect ratio casing 1 the least 8 or 9 or 10cm of porous plate 12, this height loads the full water height of water pocket 7 slightly larger than flexibility, it is ensured that the flexible loading space loading water pocket 7.Left and right box side 11 specification of described casing 1 is identical, two rectangular apertures are all left on left and right box side 11, the longitudinal axis level of rectangular aperture, upper rectangular aperture central point lays respectively on the vertical axis of box side 11 at 2/3 height, lower rectangular aperture central point lays respectively on the vertical axis of box side 11 at 1/3 height, upper rectangular aperture length 20 or 21 or 22 or 23 or 24 or 25cm, high 8 or 9 or 10cm, lower rectangular aperture length 20 or 21 or 22 or 23 or 24 or 25cm, high 4 or 5 or 6cm.It is respectively welded upper hopper chute 31 and gliding groove 32 on lateral wall at the upper rectangular aperture of described box side 11 and lower rectangular aperture, the open face of upper hopper chute 31 and gliding groove 32 is towards the corresponding rectangular aperture on box side 11, and the front side wall of upper hopper chute 31 and gliding groove 32 has penetrability cylindrical hole A and penetrability cylindrical hole B；In upper hopper chute 31, top shoe 211 is placed by central authorities, and the piston rod of upper jack 41, through the penetrability cylindrical hole A of upper hopper chute 31 front side wall, is connected with top shoe 211 leading flank center by ball pivot, and upper jack 41 is welded on very heavy roof platform seat 421；In gliding groove 32, sliding block 212 is placed by central authorities, the piston rod of lower jack 42 passes the penetrability cylindrical hole B of gliding groove 32 front side wall, it is connected with the leading flank center of sliding block 212 by ball pivot, lower jack 42 is welded on lower jack pedestal 422, and upper very heavy roof platform seat 421 and lower jack pedestal 422 are respectively welded at outer wall 2/3 height of box side 11 leading section and at 1/3 height；Described upper hopper chute 31 and gliding groove 32 are uncovered spill cell body, the axis of upper hopper chute 31 and gliding groove 32 keeps level, uncovered towards casing 1, in upper hopper chute 31, sky a size of grows 60 or 70 or 80cm, wide 10 or 11 or 12cm, high 12 or 13 or 14 or 15cm, the center of upper hopper chute 31 open face overlaps in vertical plane with the upper rectangular aperture center of box side 11；In gliding groove 32, sky a size of grows 60 or 70 or 80cm, and wide 10 or 11 or 12cm, high 10 or 11 or 12cm, the center of gliding groove 32 open face overlaps in vertical plane with the lower rectangular aperture center of box side 11.Described top shoe 211 and sliding block 212 are all steel cuboids, and the width of top shoe 211 or sliding block 212 and height are compared with upper hopper chute 31 or gliding groove 32 inner space width and the corresponding little 1mm of height.Described top shoe 211 has the vertical notch D of a degree of depth about 5 ~ 6cm towards the side of casing 1 at center car, notch D flat shape is that rectangle combines with upper and lower two semicircles, the width of notch D connects the steel pole 231 big 1mm of external diameter compared with upper, and the height of notch D is 9 or 10cm；Sliding block 212 is drilled with the cylindrical hole C of a degree of depth about 5 or 6cm towards the side of casing 1 in center, and the internal diameter of cylindrical hole C is compared with the lower big 1mm of external diameter connecting steel pole 232.Described upper very heavy roof platform seat 421 and lower jack pedestal 422 be all long and wide be 15 or 16cm shape steel plate, have four, each welding two on right case side plate 11, upper very heavy roof platform seat 421 is vertical with box side 11 with lower jack pedestal 422 and parallel with casing 1 front side board.One end of described upper connection steel pole 231 is inserted directly in the vertical notch D of top shoe 211, and the other end of upper connection steel pole 231 is rigidly connected with rigid retaining walls 5；One end of lower connection steel pole 232 is inserted directly in the cylindrical hole C of sliding block 212, and the other end of lower connection steel pole 232 is rigidly connected with rigid retaining walls 5.The bottom of cylindrical hole C has the rectangular-shaped pore of diameter 3cm from center, after pore extends 2 or 3cm along cylindrical hole C bottom, occurs 90 ° to turn to and pass from sliding block 212 trailing flank obliquely.Upper connection steel pole 231 and lower connection steel pole 232 are length 8 or 9 or 10cm, external diameter 40 or 45 or 50mm, the steel hollow cylinder of internal diameter 20mm, and the degree of depth that upper connection steel pole 231 and lower connection steel pole 232 insert top shoe 211 and sliding block 212 is 45 or 50 or 55mm.Described upper elastic steel sheet 221 and lower elastic steel sheet 222 are respectively welded at top shoe 211 and sliding block 212 towards on the side of casing 1, the upper rectangular aperture of the most corresponding box side 11 of its installation site and lower rectangular aperture.Top shoe 211 is respectively welded elastic steel sheet 221 on two on the both sides of upper connection steel pole 231, and sliding block 212 is respectively welded two lower elastic steel sheets 222 on the both sides of lower connection steel pole 232.Upper elastic steel sheet 221 and lower elastic steel sheet 222 are thickness 1 or 2mm, length 20 or the stalloy of 22 or 25cm, the height little 1 or 2mm of the upper rectangular aperture of upper elastic steel sheet 221 aspect ratio box side 11, the height little 1 or 2mm of the lower rectangular aperture of lower elastic steel sheet 222 aspect ratio box side 11.Elastic steel sheet can cover the rectangular aperture on box side 11 in slide block sliding process, prevents sample from leaking in chute.Being filled with the soil body 9 in described casing 1, the soil body 9 upper surface level, away from casing 1 top 5 or 6cm；Rigid retaining walls 5 is vertically embedded in the soil body 9, and the soil body 9 upper surface exceedes rigid retaining walls 5 more than 15cm.The soil body 9 upper surface horizontal positioned flexibility loads water pocket 7, the vertical bearing plate of horizontal positioned 6 on flexible loading water pocket 7, vertical bearing plate 6 is bolted to connection on casing 1 top, arranges sealant tape 61 at vertical bearing plate 6 with casing 1 contact site, prevents moisture in the soil body 9 from oozing out.Being pressurizeed by the flexible water pocket 7 that loads in test, simulate the soil body 9 surface vertical load, the flexible water pocket 7 that loads can realize to the flexible loading of the soil body 9, it is ensured that uniform force, reduces test error.Described respectively lays a cluster film formula pressure transducer 81 at the vertical axis of rigid retaining walls 5 leading flank and trailing flank, two pore pressure probes 82 of each laying on rigid retaining walls 5 leading flank and trailing flank, at upper hopper chute 31 and gliding groove 32 Internal back end, one displacement transducer 83 is respectively installed, displacement transducer 83 horizontal positioned, displacement transducer 83 push rod head directly withstands on the trailing flank center of top shoe 211 or sliding block 212.Described rigid retaining walls 5 is the combined steel plate that the steel plate of thickness about 10 or 12 or 15cm is made with shaped steel, rigid retaining walls 5 is the internal Thick Hollow shape structure having rigid support, rigid retaining walls 5 width ratio casing 1 width little about 6 or 8 or 10mm, the most about 90 or 95 or 100cm.Described lower connection steel pole 232 end seal connects a hollow hoses, hose diameter 2cm, flexible pipe passes sliding block 212 by the pore of cylindrical hole C bottom from trailing flank in sliding block 212, by holing in the position of gliding groove 32 rear wall lower middle, flexible pipe is passed gliding groove 32, lay sealing ring between flexible pipe and gliding groove 32, prevent water loss.The data wire that thin-film pressure sensor 81 and pore pressure probe 82 are connected, is entered inside rigid retaining walls 5 by perforate in rigid retaining walls 5, passes casing 1 via lower connection steel pole 232 and flexible pipe, at experiment test devices such as external connection Acquisition Instruments.Described displacement transducer 83 is holed from the rear wall of upper hopper chute 31 or gliding groove 32 and is passed, and lays sealing ring, prevent from leaking between displacement transducer 83 and upper hopper chute 31 or gliding groove 32.
Claims (1)
1. a built-in retaining wall type soil pressure seep effect test method, the steps include:
A, the orientation adjustment completing rigid retaining walls (5) in casing (1) and the soil body (9) fill, place flexibility and load water pocket (7), at the upper fixing vertical bearing plate (6) of casing (1), circle sealant tape (61) is connected, according to test to flexibility loading water pocket (7) is unloaded or water filling is forced into 200 ~ 400kPa between vertical bearing plate (6) and casing (1)；
Connecting water pump on B, water inlet pipe (13) on casing (1), by water pump by water inlet pipe (13) water filling in casing (1), and the water pressure being always maintained at test is 1 ~ 15kPa；
C, moisture are infiltrated in the soil body (9) by the porous plate (12) of water inlet pipe (13) in casing (1), and moisture is oozed out by the porous plate (12) of exhaustor (14), and in the soil body (9), gas is discharged from exhaustor (14) during Infiltration；
D, after water filling terminates, block water inlet pipe (13) and exhaustor (14), for no-Co-alloy steel, static 8 ~ 24h, for cohesive soil, stand 2 ~ 7 days so that moisture fully infiltrates；
E, controlled the movement of rigid retaining walls (5) by upper jack (41) and lower jack (42), and control rigid retaining walls (5) translation or the value of rotation by the reading of displacement transducer (83)；
F, popped one's head in by the pore pressure of rigid retaining walls (5) both sides (82) obtain the soil body (9) pore water pressure in process of the test, rigid retaining walls (5) two lateral earth pressures front and back are obtained by thin-film pressure sensor (81) test, comprehensive seepage flow of analyzing, on rigid retaining walls (5) active earth pressure and the impact of passive earth pressure, obtains active earth pressure and passive earth pressure result under the conditions of seepage effect.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610277962.0A CN105954099B (en) | 2016-04-28 | 2016-04-28 | Built-in retaining wall type soil pressure seep effect test method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610277962.0A CN105954099B (en) | 2016-04-28 | 2016-04-28 | Built-in retaining wall type soil pressure seep effect test method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105954099A true CN105954099A (en) | 2016-09-21 |
| CN105954099B CN105954099B (en) | 2018-08-14 |
Family
ID=56916552
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610277962.0A Active CN105954099B (en) | 2016-04-28 | 2016-04-28 | Built-in retaining wall type soil pressure seep effect test method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105954099B (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107436280A (en) * | 2017-09-26 | 2017-12-05 | 中国科学院武汉岩土力学研究所 | Curtain withdrawal device and curtain withdrawal system |
| CN111018086A (en) * | 2019-12-24 | 2020-04-17 | 北京建工环境修复股份有限公司 | Permeable reaction wall structure and method for treating pollution plume by permeable reaction wall structure |
| CN111998890A (en) * | 2020-07-17 | 2020-11-27 | 中交第二航务工程局有限公司 | Grouting plugging model test system based on water seepage condition |
| CN113358531A (en) * | 2021-06-28 | 2021-09-07 | 重庆大学 | Transparent soil model test device for simulating influence of underground retaining wall structure on groundwater seepage and test method thereof |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102928296A (en) * | 2012-11-23 | 2013-02-13 | 河海大学 | Active and passive soil pressure damage simulation analyzer for soil body behind retaining structure |
| CN103823043A (en) * | 2014-03-11 | 2014-05-28 | 北京交通大学 | Multifunctional model test box for frozen soil retaining wall |
| JP2014201915A (en) * | 2013-04-03 | 2014-10-27 | 株式会社技研製作所 | Earth-retaining wall structure and construction method of earth-retaining wall structure |
| JP2015113596A (en) * | 2013-12-10 | 2015-06-22 | 前田工繊株式会社 | Reinforced soil retaining wall and construction method thereof |
| CN104975621A (en) * | 2015-07-07 | 2015-10-14 | 山东大学 | Multi-anchoring end retaining wall indoor model testing apparatus and testing method |
| CN105040754A (en) * | 2015-08-03 | 2015-11-11 | 浙江大学 | Device for testing limited soil mass rigid retaining wall soil pressure model |
| CN105113555A (en) * | 2015-09-06 | 2015-12-02 | 湖南大学 | Reinforced earth retaining wall model test apparatus and method |
| CN105239610A (en) * | 2015-10-21 | 2016-01-13 | 华北水利水电大学 | Device capable of measuring limited filling pressure and displacement produced when retaining wall rotates around wall bottom |
-
2016
- 2016-04-28 CN CN201610277962.0A patent/CN105954099B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102928296A (en) * | 2012-11-23 | 2013-02-13 | 河海大学 | Active and passive soil pressure damage simulation analyzer for soil body behind retaining structure |
| JP2014201915A (en) * | 2013-04-03 | 2014-10-27 | 株式会社技研製作所 | Earth-retaining wall structure and construction method of earth-retaining wall structure |
| JP2015113596A (en) * | 2013-12-10 | 2015-06-22 | 前田工繊株式会社 | Reinforced soil retaining wall and construction method thereof |
| CN103823043A (en) * | 2014-03-11 | 2014-05-28 | 北京交通大学 | Multifunctional model test box for frozen soil retaining wall |
| CN104975621A (en) * | 2015-07-07 | 2015-10-14 | 山东大学 | Multi-anchoring end retaining wall indoor model testing apparatus and testing method |
| CN105040754A (en) * | 2015-08-03 | 2015-11-11 | 浙江大学 | Device for testing limited soil mass rigid retaining wall soil pressure model |
| CN105113555A (en) * | 2015-09-06 | 2015-12-02 | 湖南大学 | Reinforced earth retaining wall model test apparatus and method |
| CN105239610A (en) * | 2015-10-21 | 2016-01-13 | 华北水利水电大学 | Device capable of measuring limited filling pressure and displacement produced when retaining wall rotates around wall bottom |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107436280A (en) * | 2017-09-26 | 2017-12-05 | 中国科学院武汉岩土力学研究所 | Curtain withdrawal device and curtain withdrawal system |
| CN111018086A (en) * | 2019-12-24 | 2020-04-17 | 北京建工环境修复股份有限公司 | Permeable reaction wall structure and method for treating pollution plume by permeable reaction wall structure |
| CN111018086B (en) * | 2019-12-24 | 2022-05-13 | 北京建工环境修复股份有限公司 | Permeable reaction wall structure and method for treating pollution plume by permeable reaction wall structure |
| CN111998890A (en) * | 2020-07-17 | 2020-11-27 | 中交第二航务工程局有限公司 | Grouting plugging model test system based on water seepage condition |
| CN113358531A (en) * | 2021-06-28 | 2021-09-07 | 重庆大学 | Transparent soil model test device for simulating influence of underground retaining wall structure on groundwater seepage and test method thereof |
| CN113358531B (en) * | 2021-06-28 | 2024-03-12 | 重庆大学 | Transparent soil model test device and method for simulating influence of underground retaining wall structure on groundwater seepage |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105954099B (en) | 2018-08-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103995097B (en) | A kind of test method and device of simulating jacking construction initiation stratum deformation | |
| CN100390357C (en) | Analogue experiment stand for interreaction of tunnel structure, surrounding rock and underground water | |
| CN103926383B (en) | Tunnel gushing water is dashed forward mud and Grouting three-dimensional model pilot system and test method thereof | |
| CN205562300U (en) | Built -in soil pressure model test device of barricade | |
| CN100535267C (en) | Simulation test system for underground construction in city | |
| CN108333054A (en) | Tunnel threedimensional model bracket loading test platform and the test method observed for tunnel defect | |
| CN103884831B (en) | A kind of roadbed side slope and underground works multifunction three-dimensional model test platform | |
| CN111122337B (en) | Segment soil pressure model test device and method considering shield tail wall post-grouting influence | |
| CN202631519U (en) | Universal model tank device for rainfall landslide tests | |
| CN108872530A (en) | A kind of full-scale model test device for simulating asymmetric small-clear-distance tunnel digging process | |
| CN105954099A (en) | Built-in retaining wall type soil pressure seepage effect test method | |
| CN105403366A (en) | Anti-permeability performance test system for shield tunnel segment circumferential seams | |
| CN105334142B (en) | A kind of experimental provision formed for simulating shield mud film | |
| CN108169427B (en) | Tunnel water inrush physical simulation test system and method for plane stress model | |
| CN109839315A (en) | Simulate the two-way sliding physical model case and Cross-fault leveling tunnel mechanics performance testing method in Cross-fault leveling tunnel | |
| CN110823612B (en) | Tunnel surrounding rock lining composite structure stress waterproof test system and method | |
| CN203881738U (en) | Three-dimensional model test system for treating water bursting, mud bursting and grouting of tunnel | |
| CN106978826B (en) | A kind of Foundation Pit bottom stability test method containing artesian water stratum | |
| CN111271051A (en) | Three-way loading mine drilling and hole sealing effect simulation test device and method | |
| CN104914231A (en) | Model test device for testing foundation pit group excavation sequence and support case-caused influence on stratum | |
| CN105954499A (en) | Method and device for evaluating collapsible site after carrying out fracturing grouting reinforcement on collapsible loess site | |
| CN104677807A (en) | True-triaxial seepage characteristic and strength testing device for large-size soil sample | |
| CN106013274A (en) | Pile foundation horizontal load comprehensive simulation test device for deep foundation pit excavation unloading field | |
| CN105890991B (en) | Consider the soil pressure relaxation effect test method of Ground crack | |
| CN104990659A (en) | Expansion soil area slurry balance shield tunnel tunnel-face expansion force test device |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB03 | Change of inventor or designer information |
Inventor after: Dai Zhangjun Inventor after: Chen Shanxiong Inventor before: Chen Shanxiong Inventor before: Dai Zhangjun |
|
| COR | Change of bibliographic data | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |